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Drainage Report
170051006 – Hamilton Crossing Phase 1 Hamilton Crossing Phase 1 12201 North Meridian Street Carmel, IN 46032 Drainage Report Original: September 28, 2021 Revised: October 14, 2021 Prepared For: Kite Realty Group 30 South Meridian Street, Suite 1100 Indianapolis, IN 46204 Prepared By: Kimley-Horn and Associates, Inc. Mike Timko, PE Connor Strege, EI 250 East 96th Street, Suite 580 Indianapolis, IN 46240 Phone: (317) 218-9560 170051006 – Hamilton Crossing Phase 1 TABLE OF CONTENTS 1.0. PROJECT SUMMARY 2.0. INTRODUCTION 3.0. EXISTING CONDITIONS 4.0. PROPOSED CONDITIONS Appendix A: Project Site Maps Appendix B: Existing Drainage Conditions Appendix C: Proposed Basin Conditions Appendix D: Proposed Storm Sewer Design Appendix E: Stormwater Quality Design Appendix F: Excerpts From Previous Drainage Report 170051006 – Hamilton Crossing Phase 1 1.0 Project Summary Project Name: Hamilton Crossing Phase 1 Location: 12201 North Meridian Street, Carmel, IN 46032 Report Type: Drainage Report Reviewing Agency: City of Carmel Storm Sewer Sizing: Rational Method Basin Runoff Calculations: USDA NRCS TR-55 Stormwater Quality: Dry Detention Basin, Aqua-Swirl Separator, Wet Detention Pond Stormwater Quantity: Wet Detention / Dry Detention Basins Design Standards: City of Carmel Stormwater Technical Manual 2.0. Introduction Kimley-Horn and Associates, Inc. has been retained by Kite Realty Group to provide civil engineering services for the Hamilton Crossing Phase 1 Secondary Plat and Construction Plans located at 12201 North Meridian Street in Carmel, Indiana. The project consists of the redevelopment of approximately 14.29 acres into a mixed-use subdivision as well as road and utility infrastructure. This phase of the project focuses on the south half of the site. A portion of the existing detention pond will be filled as a part of the project and three new temporary dry detention basins will be created to offset the lost detention. The ultimate discharge point from the site is at the north end of the property and ties into the storm infrastructure along Carmel Drive. The discharge is conveyed eastward to the WR Fertig Legal Drain. Water quality for the project will be provided by a combination of dry detention basins, the existing wet pond, as well as mechanical separators. The proposed stormwater detention was designed to meet the City of Carmel Drainage Ordinance requirements that were in place in 1998 when the original overall commercial development was approved. The proposed stormwater quality measures were designed to meet the requirements of the current City of Carmel Stormwater Technical Manual. 3.0. Existing Conditions FEMA According to FEMA Flood Insurance Rate Maps 18057C0206G, 18057C0207G, 18057C0208G, 18057C0209G dated November 19, 2014 provided in Appendix A, the site resides within “Zone X” which corresponds to areas determined to be outside of the 0.2% annual chance floodplain. Soil Characteristics Per the United States Geological Survey’s (USGS) Natural Resources Conservation Service (NRCS) Web Soil Survey, the site soil consists of Urban land-Brookston Complex (UbaA), Urban land-Crosby silt loam (UcfA), and Urban land-Miami silt loam (UkbB2). Refer to Appendix A for the NRCS Web Soil Survey information. Existing Site Features The total existing site consists of approximately 14.29 acres. The site is fully developed and primarily consists of retail and hospitality uses. An existing wet pond extends along the west property line and a portion of the north property line. A second wet pond is located in the southeast corner of the property. 170051006 – Hamilton Crossing Phase 1 The east wet pond discharges into the west wet pond. The majority of the site, approximately 10.1 acres, sheet flows to storm infrastructure that conveys runoff to the wet pond. Approximately 3.4 acres is conveyed to the east pond. A small portion of the site, approximately 0.7 acres, discharges directly to the storm infrastructure in Carmel Drive. As noted previously, the ultimate outfall point for the detention ponds is to the storm sewer in Carmel Drive at the north end of the site. A 42” storm sewer conveys the detained runoff to the east and ultimately to the WR Fertig Legal Drain. Offsite flow from the south and west is being directed towards the west wet pond. The south offsite flow is from the Sunrise Senior Living site. The runoff is detained in underground detention prior to discharging to the south end of the west wet pond. The west offsite runoff is from the US 31 right of way and the commercial development on the west side of US 31. The existing conditions were modeled based on the surveyed drainage conditions and the offsite analysis included in the Penn Circle project. The model was updated to use the current rainfall data per the Carmel Stormwater Technical Manual. The table below indicates the existing runoff from the site for the 10-, and 100-year storm events using ICPR 4 Stormwater Modeling (Refer to Appendix B for existing drainage calculations). 10-year 100-year Peak Direct Discharge 2.82 cfs 5.01 cfs Peak Detained Release 33.99 cfs 65.81 cfs Peak Total Existing Runoff 34.26 cfs 66.29 cfs 4.0. Proposed Conditions The proposed site will drain via sheet and shallow concentrated flow to proposed storm sewer on site. The proposed development utilizes reinforced concrete piping to convey the runoff from the site to four interconnected detention basins, three of which are temporary and the fourth is the modified existing west wet pond. The proposed storm sewer has been designed in order to meet the intent of the City of Carmel Stormwater Technical Standards Manual (Refer to Appendix D for proposed storm sewer calculations). The storm sewer was designed to ensure no adverse impact on adjacent landowners. As a part of a separate construction plan set, four of the five existing buildings of the property will be demolished prior to the start of this project. The locations of two of the former buildings will be utilized as dry detention basins in the post Phase 1 condition. All three dry detention basins will connect to the existing wet pond. The outlet control and emergency spillway of the existing wet pond will not be modified as a part of the project. Per the agreement between the City of Carmel staff and the Hamilton County Surveyor, the allowable release rates, 100-year water surface elevations, and allowable freeboard for the detention system will be grandfathered from the existing condition that was modeled. The improvements for this phase of the project will occur on the south half of the site. The runoff from the disturbed area will be directed to one of the proposed dry detention basins prior to discharging to the modified existing wet pond. The detained runoff will be directed to an Aqua-Swirl™ unit prior to discharging into the existing wet pond. The offsite flow from the west will not be impacted by the scope 170051006 – Hamilton Crossing Phase 1 of work of the project. The offsite flow from the south, senior living facility, will be re-routed as a part of this project. The existing outfall will be intercepted, and flow will be routed to the east wet pond. The downstream storm sewers and east detention pond have been modeled to handle this flow. The Table below summarizes the proposed runoff from the site using the SCS Curve Number method and ICPR4 Stormwater Modeling (Refer to Appendix C for calculations). Proposed Release Rates 10-YEAR 100-YEAR Peak Direct Discharge 2.76 cfs 4.97 cfs Peak Detained Release 33.25 cfs 64.53 cfs PEAK TOTAL DISCHARGE 33.53 cfs 64.97 cfs PEAK EXISTING DISCHARGE 34.26 cfs 66.29 cfs 100-Year Water Surface Elevations Existing Wet Pond 855.96 Modified Wet Pond 855.90 Stormwater Quality Per the City of Carmel’s Stormwater Technical Standards, two Water Quality BMPs are required in series to treat the 1” rainfall event. The first BMP in series are the dry detention basins. The second BMP in series is a downstream Aqua-Shield Aqua-Swirl™ XCelerator unit that has been sized to treat the fully redeveloped condition. An XC-3 has the capacity to treat the 1” rainfall event, offline, but the max 10-yr on-line flow rate is insufficient resulting in an XC-4. This treatment include the 100-year release from the outlet control structure upstream of the Aqua-Swirl. Refer to Appendix D for Stormwater Quality Calculations. Conclusions The proposed drainage design for this project has been designed to meet or improve the existing detention conditions. No adverse impacts are anticipated to affect any adjacent or downstream properties. 170051006 – Hamilton Crossing Phase 1 Appendix A: Project Site Maps National Flood Hazard Layer FIRMette 0 500 1,000 1,500 2,000250 Feet Ü SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT SPECIAL FLOOD HAZARD AREAS Without Base Flood Elevation (BFE) Zone A, V, A99 With BFE or DepthZone AE, AO, AH, VE, AR Regulatory Floodway 0.2% Annual Chance Flood Hazard, Areas of 1% annual chance flood with average depth less than one foot or with drainage areas of less than one square mileZone X Future Conditions 1% Annual Chance Flood HazardZone X Area with Reduced Flood Risk due to Levee. See Notes.Zone X Area with Flood Risk due to LeveeZone D NO SCREEN Area of Minimal Flood Hazard Zone X Area of Undetermined Flood HazardZone D Channel, Culvert, or Storm Sewer Levee, Dike, or Floodwall Cross Sections with 1% Annual Chance 17.5 Water Surface Elevation Coastal Transect Coastal Transect Baseline Profile Baseline Hydrographic Feature Base Flood Elevation Line (BFE) Effective LOMRs Limit of Study Jurisdiction Boundary Digital Data Available No Digital Data Available Unmapped This map complies with FEMA's standards for the use of digital flood maps if it is not void as described below. The basemap shown complies with FEMA's basemap accuracy standards The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 8/11/2021 at 1:16 PM and does not reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or become superseded by new data over time. This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for regulatory purposes. Legend OTHER AREAS OF FLOOD HAZARD OTHER AREAS GENERAL STRUCTURES OTHER FEATURES MAP PANELS 8 B 20.2 The pin displayed on the map is an approximate point selected by the user and does not represent an authoritative property location. 1:6,000 86°9'41"W 39°58'24"N 86°9'4"W 39°57'57"N Basemap: USGS National Map: Orthoimagery: Data refreshed October, 2020 Soil Map—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/10/2021 Page 1 of 3442452044245704424620442467044247204424770442482044248704424920442452044245704424620442467044247204424770442482044248704424920571890571940571990572040572090572140572190 571890 571940 571990 572040 572090 572140 572190 39° 58' 17'' N 86° 9' 30'' W39° 58' 17'' N86° 9' 15'' W39° 58' 3'' N 86° 9' 30'' W39° 58' 3'' N 86° 9' 15'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 100 200 400 600 Feet 0 30 60 120 180 Meters Map Scale: 1:2,160 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Hamilton County, Indiana Survey Area Data: Version 21, Jun 4, 2020 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 1, 2018—Sep 30, 2018 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Soil Map—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/10/2021 Page 2 of 3 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI UbaA Urban land-Brookston complex, 0 to 2 percent slopes 4.9 29.2% UcfA Urban land-Crosby silt loam complex, fine-loamy subsoil, 0 to 2 percent slopes 10.5 63.0% UkbB2 Urban land-Miami silt loam complex, 2 to 6 percent slopes, eroded 1.3 7.8% Totals for Area of Interest 16.7 100.0% Soil Map—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/10/2021 Page 3 of 3 Hamilton County, Indiana UbaA—Urban land-Brookston complex, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 2y48h Elevation: 640 to 930 feet Mean annual precipitation: 36 to 42 inches Mean annual air temperature: 49 to 53 degrees F Frost-free period: 175 to 185 days Farmland classification: Not prime farmland Map Unit Composition Urban land:60 percent Brookston, drained, and similar soils:40 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Urban Land Setting Landform:Till plains Interpretive groups Land capability classification (irrigated): None specified Other vegetative classification: Trees/Timber (Woody Vegetation) Hydric soil rating: Unranked Description of Brookston, Drained Setting Landform:Depressions on till plains Landform position (two-dimensional):Footslope Down-slope shape:Concave Across-slope shape:Linear Parent material:Loess over loamy till Typical profile H1 - 0 to 14 inches: silty clay loam H2 - 14 to 54 inches: clay loam H3 - 54 to 60 inches: loam Properties and qualities Slope:0 to 2 percent Depth to restrictive feature:More than 80 inches Drainage class:Poorly drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.20 to 0.60 in/hr) Depth to water table:About 0 to 12 inches Frequency of flooding:None Frequency of ponding:Frequent Map Unit Description: Urban land-Brookston complex, 0 to 2 percent slopes---Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/10/2021 Page 1 of 2 Calcium carbonate, maximum content:40 percent Available water supply, 0 to 60 inches: High (about 9.7 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: B/D Ecological site: F111AY007IN - Till Depression Flatwood Other vegetative classification: Mixed/Transitional (Mixed Native Vegetation) Hydric soil rating: Yes Data Source Information Soil Survey Area: Hamilton County, Indiana Survey Area Data: Version 21, Jun 4, 2020 Map Unit Description: Urban land-Brookston complex, 0 to 2 percent slopes---Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/10/2021 Page 2 of 2 Hamilton County, Indiana UcfA—Urban land-Crosby silt loam complex, fine-loamy subsoil, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 2y47p Elevation: 600 to 1,260 feet Mean annual precipitation: 36 to 46 inches Mean annual air temperature: 48 to 55 degrees F Frost-free period: 145 to 180 days Farmland classification: Not prime farmland Map Unit Composition Urban land:60 percent Crosby and similar soils:35 percent Minor components:5 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Crosby Setting Landform:Water-lain moraines, ground moraines, recessionial moraines Landform position (two-dimensional):Footslope, summit, backslope Landform position (three-dimensional):Interfluve, rise Down-slope shape:Convex Across-slope shape:Linear Parent material:Silty material or loess over loamy till Typical profile Ap - 0 to 8 inches: silt loam BE - 8 to 11 inches: silt loam Bt - 11 to 14 inches: silt loam 2Bt - 14 to 28 inches: silty clay 2BCt - 28 to 36 inches: loam 2Cd - 36 to 79 inches: loam Properties and qualities Slope:0 to 2 percent Depth to restrictive feature:24 to 40 inches to densic material Drainage class:Somewhat poorly drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat):Low to moderately high (0.01 to 0.20 in/hr) Depth to water table:About 6 to 24 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:50 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Map Unit Description: Urban land-Crosby silt loam complex, fine-loamy subsoil, 0 to 2 percent slopes---Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/10/2021 Page 1 of 2 Available water supply, 0 to 60 inches: Low (about 5.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: C/D Ecological site: F111AY008IN - Wet Till Ridge Hydric soil rating: No Minor Components Treaty, drained Percent of map unit:5 percent Landform:Depressions, water-lain moraines, swales Landform position (two-dimensional):Toeslope, footslope Landform position (three-dimensional):Base slope, dip Down-slope shape:Linear Across-slope shape:Concave Ecological site:F111AY007IN - Till Depression Flatwood Hydric soil rating: Yes Data Source Information Soil Survey Area: Hamilton County, Indiana Survey Area Data: Version 21, Jun 4, 2020 Map Unit Description: Urban land-Crosby silt loam complex, fine-loamy subsoil, 0 to 2 percent slopes---Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/10/2021 Page 2 of 2 Hamilton County, Indiana UkbB2—Urban land-Miami silt loam complex, 2 to 6 percent slopes, eroded Map Unit Setting National map unit symbol: 2y47f Elevation: 180 to 1,040 feet Mean annual precipitation: 37 to 46 inches Mean annual air temperature: 48 to 55 degrees F Frost-free period: 145 to 180 days Farmland classification: Not prime farmland Map Unit Composition Urban land:60 percent Miami, eroded, and similar soils:30 percent Minor components:10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Miami, Eroded Setting Landform:Till plains Landform position (two-dimensional):Backslope, shoulder, footslope Landform position (three-dimensional):Side slope Down-slope shape:Convex Across-slope shape:Linear Parent material:Loess over loamy till Typical profile Ap - 0 to 8 inches: silt loam Bt - 8 to 13 inches: silty clay loam 2Bt - 13 to 31 inches: clay loam 2BCt - 31 to 36 inches: loam 2Cd - 36 to 79 inches: loam Properties and qualities Slope:2 to 6 percent Depth to restrictive feature:24 to 40 inches to densic material Drainage class:Moderately well drained Runoff class: High Capacity of the most limiting layer to transmit water (Ksat):Low to moderately high (0.01 to 0.20 in/hr) Depth to water table:About 24 to 36 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:45 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 5.8 inches) Map Unit Description: Urban land-Miami silt loam complex, 2 to 6 percent slopes, eroded--- Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/10/2021 Page 1 of 2 Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: C Ecological site: F111AY009IN - Till Ridge Other vegetative classification: Trees/Timber (Woody Vegetation) Hydric soil rating: No Minor Components Crosby Percent of map unit:5 percent Landform:Till plains Landform position (two-dimensional):Summit Landform position (three-dimensional):Interfluve Down-slope shape:Linear Across-slope shape:Convex Ecological site:F111AY008IN - Wet Till Ridge Other vegetative classification:Trees/Timber (Woody Vegetation) Hydric soil rating: No Treaty Percent of map unit:3 percent Landform:Till plains Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Dip Down-slope shape:Concave Across-slope shape:Concave Ecological site:F111AY007IN - Till Depression Flatwood Other vegetative classification:Mixed/Transitional (Mixed Native Vegetation) Hydric soil rating: Yes Williamstown Percent of map unit:2 percent Landform:Till plains Landform position (two-dimensional):Backslope, shoulder Landform position (three-dimensional):Side slope Down-slope shape:Convex Across-slope shape:Linear Ecological site:F111AY009IN - Till Ridge Other vegetative classification:Trees/Timber (Woody Vegetation) Hydric soil rating: No Data Source Information Soil Survey Area: Hamilton County, Indiana Survey Area Data: Version 21, Jun 4, 2020 Map Unit Description: Urban land-Miami silt loam complex, 2 to 6 percent slopes, eroded--- Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/10/2021 Page 2 of 2 170051006 – Hamilton Crossing Phase 1 Appendix B: Existing Basin Conditions U.S. 31U.S. 31 WEST CARMEL DRIVEPENNSYLVANIA AVE PENNSYLVANIA AVE EXISTING WEST AREA = 10.10 ACRES CN = 92 EXISTING EAST AREA = 3.35 ACRES CN = 93 OFFSITE WEST MPP (PER EXISTING DRAINAGE REPORT) AREA = 5.81 ACRES CN = 90 OFFSITE WEST US31 (PER EXISTING DRAINAGE REPORT) AREA = 15.8 ACRES CN = 91 OFFSITE SOUTH (PER EXISTING DRAINAGE REPORT)SUNRISE SENIOR LIVINGAREA = 3.82 ACRESCN = 90EXISTING DIRECT RELEASE AREA = 0.69 ACRES CN = 92 SEPTEMBER 13, 2021 0'160'80'40'20'NORTHEXISTING DRAINAGE EXHIBITHAMILTON CROSSING PROJECT: BY: DATE: Hydrologic Group % A 0.0% B 29.2% C 70.8% D 0.0% Total 100.0% Soil Group Weighted Runoff Coefficient C Actual Soil Group Next Less Infiltrating Soil Group Undeveloped Wooded Good Cover 0.20 66 75 Fully Developed Open Space Good Condition (>75% Cover)0.30 70 78 Fully Developed Impervious Paved 0.85 98 98 Undeveloped Wooded Thin Stand 0.20 74 81 Fully Developed Impervious Rooftop 0.90 98 98 Water Pond or Lake -1.00 100 100 Weighted CN Weighted CN Wooded - Good Cover Open Space - Good Condition (>75% Cover)Impervious - Paved Wooded - Thin Stand Impervious - Rooftop Water - Pond or Lake Total Actual Soil Group Next Less Infiltrating Soil Group EXISTING WEST 0.00 2.27 5.88 0.00 0.90 1.05 10.10 0.75 92 94 EXISTING EAST 0.00 0.64 1.04 0.00 1.45 0.23 3.35 0.78 93 94 EXISTING DIRECT RELEASE 0.00 0.15 0.54 0.00 0.00 0.00 0.69 0.73 92 94 TEMPORARY NORTH A 0.00 1.53 2.40 0.00 0.00 0.65 4.59 0.69 89 92 TEMPORARY NORTH B 0.00 2.17 0.00 0.00 0.00 0.00 2.17 0.30 70 78 TEMPORARY SOUTH A 0.00 0.73 0.63 0.00 0.00 0.00 1.37 0.56 83 87 TEMPORARY SOUTH B 0.00 1.76 1.46 0.00 1.84 0.23 5.29 0.69 89 91 D5 0.00 0.02 0.07 0.00 0.00 0.00 0.09 0.74 92 94 D4 0.00 0.03 0.03 0.00 0.00 0.00 0.06 0.60 85 89 TEMPORARY DIRECT DISCHARGE 0.00 0.23 0.46 0.00 0.00 0.00 0.69 0.66 89 91 Hamilton Crossing CVS 13-Sep-21 Site Soil Soil Group Weighted CN Basin Area (ac) EXISTING CONDITIONS TEMPORARY PROPOSED CONDITIONS (PARKING LOT) Weighted C Cover Type Condition Existing ICPR Model – Node Diagram 1 C:\Users\nathan.barr\Desktop\170051006_ExistingModel\10/11/2021 16:26 Simulation: 010 YR - 24 HR Scenario:Scenario1 Run Date/Time:10/11/2021 4:25:18 PM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 96.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:60.0000 0.1000 900.0000 Max Calculation Time:30.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 15.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 15.0000 Groundwater Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 60.0000 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:Boundary Stage Set: Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder: Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Roughness Set: Crop Coef Set: Fillable Porosity Set: 2 C:\Users\nathan.barr\Desktop\170051006_ExistingModel\10/11/2021 16:26 Conductivity Set: Leakage Set: Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 ET for Manual Basins:False Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft OF Region Rain Opt:Global Link Optimizer Tol:0.0001 ft Rainfall Name:~SCSII-24 Rainfall Amount:3.83 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft Min Node Srf Area (2D): 100 ft2 Min Node Srf Area (1D): 100 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy Comment: Simulation: 100 YR - 24 HR Scenario:Scenario1 Run Date/Time:10/11/2021 4:25:43 PM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 96.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:60.0000 0.1000 900.0000 Max Calculation Time:30.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 15.0000 3 C:\Users\nathan.barr\Desktop\170051006_ExistingModel\10/11/2021 16:26 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 15.0000 Groundwater Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 60.0000 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:Boundary Stage Set: Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder: Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Roughness Set: Crop Coef Set: Fillable Porosity Set: Conductivity Set: Leakage Set: Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 ET for Manual Basins:False Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft OF Region Rain Opt:Global Link Optimizer Tol:0.0001 ft Rainfall Name:~SCSII-24 Rainfall Amount:6.46 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft Min Node Srf Area (2D): 100 ft2 Min Node Srf Area (1D): 100 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy Comment: 4 C:\Users\nathan.barr\Desktop\170051006_ExistingModel\10/11/2021 16:26 Simple Basin: EXISTING EAST Scenario:Scenario1 Node:EAST POND Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:3.3500 ac Curve Number:93.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA EXISTING EAST 010 YR - 24 HR 13.56 12.0000 3.83 3.06 3.3500 93.0 0.00 0.00 EXISTING EAST 100 YR - 24 HR 23.95 12.0000 6.46 5.65 3.3500 93.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage EXISTING EAST [in] 010 YR - 24 HR 3.83 0.00 3.06 0.00 0.00 0.00 0.77 EXISTING EAST [ft3] 010 YR - 24 HR 46575 0 37201 0 0 0 9374 EXISTING EAST [ac-ft] 010 YR - 24 HR 1.07 0.00 0.85 0.00 0.00 0.00 0.22 EXISTING EAST [in] 100 YR - 24 HR 6.46 0.00 5.65 0.00 0.00 0.00 0.81 EXISTING EAST [ft3] 100 YR - 24 HR 78557 0 68651 0 0 0 9906 EXISTING EAST [ac-ft] 100 YR - 24 HR 1.80 0.00 1.58 0.00 0.00 0.00 0.23 5 C:\Users\nathan.barr\Desktop\170051006_ExistingModel\10/11/2021 16:26 Simple Basin: EXISTING WEST Scenario:Scenario1 Node:WEST POND Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:10.1000 ac Curve Number:92.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA EXISTING WEST 010 YR - 24 HR 40.03 12.0000 3.83 2.96 10.1000 92.0 0.00 0.00 EXISTING WEST 100 YR - 24 HR 71.54 12.0000 6.46 5.53 10.1000 92.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage EXISTING WEST [in] 010 YR - 24 HR 3.83 0.00 2.96 0.00 0.00 0.00 0.87 EXISTING WEST [ft3] 010 YR - 24 HR 140419 0 108449 0 0 0 31970 EXISTING WEST [ac-ft] 010 YR - 24 HR 3.22 0.00 2.49 0.00 0.00 0.00 0.73 EXISTING WEST [in] 100 YR - 24 HR 6.46 0.00 5.53 0.00 0.00 0.00 0.93 EXISTING WEST [ft3] 100 YR - 24 HR 236843 0 202762 0 0 0 34081 EXISTING WEST [ac-ft] 100 YR - 24 HR 5.44 0.00 4.65 0.00 0.00 0.00 0.78 6 C:\Users\nathan.barr\Desktop\170051006_ExistingModel\10/11/2021 16:26 Simple Basin: MPP Scenario:Scenario1 Node:WEST POND Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:57.6000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:5.8100 ac Curve Number:90.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA MPP 010 YR - 24 HR 8.71 12.5000 3.83 2.76 5.8100 90.0 0.00 0.00 MPP 100 YR - 24 HR 16.36 12.5000 6.46 5.31 5.8100 90.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage MPP [in]010 YR - 24 HR 3.83 0.00 2.76 0.00 0.00 0.00 1.07 MPP [ft3]010 YR - 24 HR 80776 0 58287 0 0 0 22489 MPP [ac-ft]010 YR - 24 HR 1.85 0.00 1.34 0.00 0.00 0.00 0.52 MPP [in]100 YR - 24 HR 6.46 0.00 5.31 0.00 0.00 0.00 1.15 MPP [ft3]100 YR - 24 HR 136243 0 111885 0 0 0 24358 MPP [ac-ft]100 YR - 24 HR 3.13 0.00 2.57 0.00 0.00 0.00 0.56 7 C:\Users\nathan.barr\Desktop\170051006_ExistingModel\10/11/2021 16:26 Simple Basin: ONSITE DIRECT RELEASE Scenario:Scenario1 Node:OUTFALL Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.6938 ac Curve Number:92.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA ONSITE DIRECT RELEASE 010 YR - 24 HR 2.82 12.0000 3.83 2.97 0.6938 92.0 0.00 0.00 ONSITE DIRECT RELEASE 100 YR - 24 HR 5.01 12.0000 6.46 5.54 0.6938 92.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage ONSITE DIRECT RELEASE [in] 010 YR - 24 HR 3.83 0.00 2.97 0.00 0.00 0.00 0.86 ONSITE DIRECT RELEASE [ft3] 010 YR - 24 HR 9646 0 7467 0 0 0 2178 ONSITE DIRECT RELEASE [ac-ft] 010 YR - 24 HR 0.22 0.00 0.17 0.00 0.00 0.00 0.05 8 C:\Users\nathan.barr\Desktop\170051006_ExistingModel\10/11/2021 16:26 Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage ONSITE DIRECT RELEASE [in] 100 YR - 24 HR 6.46 0.00 5.54 0.00 0.00 0.00 0.92 ONSITE DIRECT RELEASE [ft3] 100 YR - 24 HR 16269 0 13961 0 0 0 2308 ONSITE DIRECT RELEASE [ac-ft] 100 YR - 24 HR 0.37 0.00 0.32 0.00 0.00 0.00 0.05 Simple Basin: SUNRISE SENIOR LIVING Scenario:Scenario1 Node:UG STORAGE Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.4000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:3.8200 ac Curve Number:90.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA SUNRISE SENIOR LIVING 010 YR - 24 HR 14.35 12.0000 3.83 2.76 3.8200 90.0 0.00 0.00 SUNRISE SENIOR LIVING 100 YR - 24 HR 26.32 12.0000 6.46 5.30 3.8200 90.0 0.00 0.00 9 C:\Users\nathan.barr\Desktop\170051006_ExistingModel\10/11/2021 16:26 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage SUNRISE SENIOR LIVING [in] 010 YR - 24 HR 3.83 0.00 2.76 0.00 0.00 0.00 1.07 SUNRISE SENIOR LIVING [ft3] 010 YR - 24 HR 53109 0 38289 0 0 0 14820 SUNRISE SENIOR LIVING [ac-ft] 010 YR - 24 HR 1.22 0.00 0.88 0.00 0.00 0.00 0.34 SUNRISE SENIOR LIVING [in] 100 YR - 24 HR 6.46 0.00 5.30 0.00 0.00 0.00 1.16 SUNRISE SENIOR LIVING [ft3] 100 YR - 24 HR 89578 0 73497 0 0 0 16082 SUNRISE SENIOR LIVING [ac-ft] 100 YR - 24 HR 2.06 0.00 1.69 0.00 0.00 0.00 0.37 Simple Basin: US31 Scenario:Scenario1 Node:WEST POND Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:22.6000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:15.8000 ac Curve Number:91.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: 10 C:\Users\nathan.barr\Desktop\170051006_ExistingModel\10/11/2021 16:26 Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA US31 010 YR - 24 HR 43.64 12.1333 3.83 2.86 15.8000 91.0 0.00 0.00 US31 100 YR - 24 HR 80.00 12.1333 6.46 5.42 15.8000 91.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage US31 [in]010 YR - 24 HR 3.83 0.00 2.86 0.00 0.00 0.00 0.97 US31 [ft3]010 YR - 24 HR 219666 0 164043 0 0 0 55623 US31 [ac-ft]010 YR - 24 HR 5.04 0.00 3.77 0.00 0.00 0.00 1.28 US31 [in]100 YR - 24 HR 6.46 0.00 5.42 0.00 0.00 0.00 1.04 US31 [ft3]100 YR - 24 HR 370507 0 310754 0 0 0 59753 US31 [ac-ft]100 YR - 24 HR 8.51 0.00 7.13 0.00 0.00 0.00 1.37 Node: EAST POND Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:854.44 ft Warning Stage:900.00 ft Stage [ft]Area [ac]Area [ft2] 854.44 0.2300 10019 855.00 0.2500 10890 856.00 0.3000 13068 857.00 0.3507 15276 858.00 0.4050 17642 858.61 0.4394 19140 Comment: 11 C:\Users\nathan.barr\Desktop\170051006_ExistingModel\10/11/2021 16:26 Node Max Conditions [Scenario1] Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] EAST POND 010 YR - 24 HR 900.00 855.89 -0.0010 13.55 2.22 12832 EAST POND 100 YR - 24 HR 900.00 857.04 -0.0010 23.95 2.64 15385 Node: OUTFALL Scenario:Scenario1 Type:Time/Stage Base Flow:0.00 cfs Initial Stage:100.00 ft Warning Stage:900.00 ft Boundary Stage: Year Month Day Hour Stage [ft] 0 0 0 0.0000 100.00 0 0 0 999999.0000 100.00 Comment: Node Max Conditions [Scenario1] Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] OUTFALL 010 YR - 24 HR 900.00 100.00 0.0000 34.26 0.00 0 OUTFALL 100 YR - 24 HR 900.00 100.00 0.0000 66.29 0.00 0 Node: UG STORAGE Scenario:Scenario1 Type:Stage/Volume Base Flow:0.00 cfs Initial Stage:863.60 ft Warning Stage:868.00 ft Stage [ft]Volume [ac-ft]Volume [ft3] 863.60 0.00 0 864.50 0.12 5097 12 C:\Users\nathan.barr\Desktop\170051006_ExistingModel\10/11/2021 16:26 Stage [ft]Volume [ac-ft]Volume [ft3] 865.00 0.24 10585 865.50 0.38 16379 866.00 0.52 22564 866.50 0.67 29055 867.00 0.79 34325 867.50 0.90 39073 868.00 0.99 43168 Comment: Node Max Conditions [Scenario1] Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] UG STORAGE 010 YR - 24 HR 868.00 865.78 0.0010 14.35 1.23 12362 UG STORAGE 100 YR - 24 HR 868.00 867.59 -0.0010 26.32 1.74 12676 Node: WEST POND Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:852.40 ft Warning Stage:900.00 ft Stage [ft]Area [ac]Area [ft2] 852.40 1.0497 45725 854.00 1.2502 54459 855.00 1.4401 62731 856.00 1.6356 71247 856.54 1.7684 77032 990.00 1.7684 77032 Comment: Node Max Conditions [Scenario1] Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] WEST POND 010 YR - 24 900.00 854.74 0.0010 81.08 33.99 61355 13 C:\Users\nathan.barr\Desktop\170051006_ExistingModel\10/11/2021 16:26 Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] HR WEST POND 100 YR - 24 HR 900.00 855.96 -0.0010 145.69 65.81 71562 Pipe Link: PIPE 1 Scenario:Scenario1 From Node:EAST POND To Node:WEST POND Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:401.73 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:854.44 ft Invert:852.27 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Link Min/Max Conditions [Scenario1] Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] PIPE 1 010 YR - 24 HR 2.22 0.00 0.07 3.61 2.83 2.95 PIPE 1 100 YR - 24 HR 2.64 0.00 0.07 3.44 3.37 3.37 Pipe Link: PIPE 2 Scenario:Scenario1 From Node:WEST POND To Node:OUTFALL Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:200.00 ft FHWA Code:0 Upstream Downstream Invert:852.40 ft Invert:851.95 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:4.00 ft Max Depth:4.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: 14 C:\Users\nathan.barr\Desktop\170051006_ExistingModel\10/11/2021 16:26 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Link Min/Max Conditions [Scenario1] Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] PIPE 2 010 YR - 24 HR 33.99 0.00 -0.03 4.46 6.50 5.48 PIPE 2 100 YR - 24 HR 65.81 0.00 -0.04 5.57 8.17 6.87 Drop Structure Link: UG STORAGE OUTLET Scenario:Scenario1 From Node:UG STORAGE To Node:WEST POND Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:31.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:863.60 ft Invert:863.41 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Circular Invert:863.60 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: 15 C:\Users\nathan.barr\Desktop\170051006_ExistingModel\10/11/2021 16:26 Control Elevation:863.60 ft Max Depth:0.50 ft Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: Link Min/Max Conditions [Scenario1] Link Name Sim Name Max Flow [cfs] Min Flow [cfs]Min/Max Delta Flow [cfs] Max Us Velocity [fps] Max Ds Velocity [fps] Max Avg Velocity [fps] UG STORAGE OUTLET - Pipe 010 YR - 24 HR 1.23 0.00 0.00 0.00 0.00 0.00 UG STORAGE OUTLET - Weir: 1 010 YR - 24 HR 1.23 0.00 0.00 6.29 6.29 6.29 UG STORAGE OUTLET - Pipe 100 YR - 24 HR 1.74 0.00 0.00 0.00 0.00 0.00 UG STORAGE OUTLET - Weir: 1 100 YR - 24 HR 1.74 0.00 0.00 8.88 8.88 8.88 Drop Structure Link: UG STORAGE OUTLET Scenario:Scenario1 From Node:UG STORAGE To Node:WEST POND Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:31.00 ft FHWA Code:0 Entr Loss Coef:0.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Upstream Pipe Downstream Pipe Invert:863.60 ft Invert:863.41 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 16 C:\Users\nathan.barr\Desktop\170051006_ExistingModel\10/11/2021 16:26 Energy Switch:Energy Pipe Comment: Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Circular Invert:863.60 ft Control Elevation:863.60 ft Max Depth:0.50 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: 170051006 – Hamilton Crossing Phase 1 Appendix C: Proposed Basin Conditions U.S. 31U.S. 31 WEST CARMEL DRIVEPENNSYLVANIA AVE PENNSYLVANIA AVEGenerator10' x 32' x 2' padTrans.8' x9'EXISTING HOTEL±13,812 SFFFE: 862.39PROPOSED HOTELEXPANSION±14,503 SFFFE: 862.39PROPOSED BUILDING 1± 51,792 SFT/F = 862.40FUTURE BUILDING±38,993 SFFFE: 862.40EXPANDED EAST POND REDUCED WEST POND TEMPORARY DETENTION 2 OFFSITE WEST MPP (PER EXISTING DRAINAGE REPORT) AREA = 5.81 ACRES CN = 90 OFFSITE WEST US31 (PER EXISTING DRAINAGE REPORT) AREA = 15.8 ACRES CN = 91 OFFSITE SOUTH (PER EXISTING DRAINAGE REPORT)SUNRISE SENIOR LIVINGAREA = 3.82 ACRESCN = 90D4 AREA = 0.06 ACRES CN = 89 TEMPORARY NORTH A AREA = 4.59 ACRES CN = 92 TEMPORARY DIRECT RELEASE AREA = 0.69 ACRES CN = 91 TEMPORARY NORTH B AREA = 2.17 ACRES CN = 78 TEMPORARY SOUTH B AREA = 5.29 ACRES CN = 91 TEMPORARY SOUTH A AREA = 1.37 ACRES CN = 87 D5 AREA = 0.09 ACRES CN = 94 TEMPORARY DETENTION 1 SEPTEMBER 08, 2021 0'160'80'40'20'NORTHPROPOSED TEMPORARY DRAINAGE EXHIBITHAMILTON CROSSING PROJECT: BY: DATE: Hydrologic Group % A 0.0% B 29.2% C 70.8% D 0.0% Total 100.0% Soil Group Weighted Runoff Coefficient C Actual Soil Group Next Less Infiltrating Soil Group Undeveloped Wooded Good Cover 0.20 66 75 Fully Developed Open Space Good Condition (>75% Cover)0.30 70 78 Fully Developed Impervious Paved 0.85 98 98 Undeveloped Wooded Thin Stand 0.20 74 81 Fully Developed Impervious Rooftop 0.90 98 98 Water Pond or Lake -1.00 100 100 Weighted CN Weighted CN Wooded - Good Cover Open Space - Good Condition (>75% Cover)Impervious - Paved Wooded - Thin Stand Impervious - Rooftop Water - Pond or Lake Total Actual Soil Group Next Less Infiltrating Soil Group EXISTING WEST 0.00 2.27 5.88 0.00 0.90 1.05 10.10 0.75 92 94 EXISTING EAST 0.00 0.64 1.04 0.00 1.45 0.23 3.35 0.78 93 94 EXISTING DIRECT RELEASE 0.00 0.15 0.54 0.00 0.00 0.00 0.69 0.73 92 94 TEMPORARY NORTH A 0.00 1.53 2.40 0.00 0.00 0.65 4.59 0.69 89 92 TEMPORARY NORTH B 0.00 2.17 0.00 0.00 0.00 0.00 2.17 0.30 70 78 TEMPORARY SOUTH A 0.00 0.73 0.63 0.00 0.00 0.00 1.37 0.56 83 87 TEMPORARY SOUTH B 0.00 1.76 1.46 0.00 1.84 0.23 5.29 0.69 89 91 D5 0.00 0.02 0.07 0.00 0.00 0.00 0.09 0.74 92 94 D4 0.00 0.03 0.03 0.00 0.00 0.00 0.06 0.60 85 89 TEMPORARY DIRECT DISCHARGE 0.00 0.23 0.46 0.00 0.00 0.00 0.69 0.66 89 91 Hamilton Crossing CVS 13-Sep-21 Site Soil Soil Group Weighted CN Basin Area (ac) EXISTING CONDITIONS TEMPORARY PROPOSED CONDITIONS (PARKING LOT) Weighted C Cover Type Condition Proposed ICPR Model – Node Diagram 1 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 Simulation: 010 YR - 24 HR Scenario:Scenario1 Run Date/Time:9/10/2021 2:51:39 PM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 96.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:60.0000 0.1000 900.0000 Max Calculation Time:30.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 15.0000 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 15.0000 Groundwater Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 60.0000 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:Boundary Stage Set: Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder: Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Roughness Set: Crop Coef Set: Fillable Porosity Set: 2 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 Conductivity Set: Leakage Set: Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 ET for Manual Basins:False Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft OF Region Rain Opt:Global Link Optimizer Tol:0.0001 ft Rainfall Name:~SCSII-24 Rainfall Amount:3.83 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft Min Node Srf Area (2D): 100 ft2 Min Node Srf Area (1D): 100 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy Comment: Simulation: 100 YR - 24 HR Scenario:Scenario1 Run Date/Time:9/10/2021 2:53:39 PM Program Version:ICPR4 4.07.04 General Run Mode:Normal Year Month Day Hour [hr] Start Time:0 0 0 0.0000 End Time:0 0 0 96.0000 Hydrology [sec]Surface Hydraulics [sec] Groundwater [sec] Min Calculation Time:60.0000 0.1000 900.0000 Max Calculation Time:30.0000 Output Time Increments Hydrology Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 15.0000 3 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 Surface Hydraulics Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 15.0000 Groundwater Year Month Day Hour [hr]Time Increment [min] 0 0 0 0.0000 60.0000 Restart File Save Restart:False Resources & Lookup Tables Resources Lookup Tables Rainfall Folder:Boundary Stage Set: Reference ET Folder:Extern Hydrograph Set: Unit Hydrograph Folder: Curve Number Set: Green-Ampt Set: Vertical Layers Set: Impervious Set: Roughness Set: Crop Coef Set: Fillable Porosity Set: Conductivity Set: Leakage Set: Tolerances & Options Time Marching:SAOR IA Recovery Time:24.0000 hr Max Iterations:6 ET for Manual Basins:False Over-Relax Weight Fact: 0.5 dec dZ Tolerance:0.0010 ft Smp/Man Basin Rain Opt: Global Max dZ:1.0000 ft OF Region Rain Opt:Global Link Optimizer Tol:0.0001 ft Rainfall Name:~SCSII-24 Rainfall Amount:6.46 in Edge Length Option:Automatic Storm Duration:24.0000 hr Dflt Damping (2D):0.0050 ft Dflt Damping (1D):0.0050 ft Min Node Srf Area (2D): 100 ft2 Min Node Srf Area (1D): 100 ft2 Energy Switch (2D):Energy Energy Switch (1D):Energy Comment: 4 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 Simple Basin: MPP Scenario:Scenario1 Node:WEST POND Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:57.6000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:5.8100 ac Curve Number:90.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA MPP 010 YR - 24 HR 8.71 12.5000 3.83 2.76 5.8100 90.0 0.00 0.00 MPP 100 YR - 24 HR 16.36 12.5000 6.46 5.31 5.8100 90.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage MPP [in]010 YR - 24 HR 3.83 0.00 2.76 0.00 0.00 0.00 1.07 MPP [ft3]010 YR - 24 HR 80776 0 58287 0 0 0 22489 MPP [ac-ft]010 YR - 24 HR 1.85 0.00 1.34 0.00 0.00 0.00 0.52 MPP [in]100 YR - 24 HR 6.46 0.00 5.31 0.00 0.00 0.00 1.15 MPP [ft3]100 YR - 24 HR 136243 0 111885 0 0 0 24358 MPP [ac-ft]100 YR - 24 HR 3.13 0.00 2.57 0.00 0.00 0.00 0.56 5 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 Simple Basin: STRUCTURE A Scenario:Scenario1 Node:D5 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.0900 ac Curve Number:94.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA STRUCTU RE A 010 YR - 24 HR 0.38 12.0000 3.83 3.17 0.0900 94.0 0.00 0.00 STRUCTU RE A 100 YR - 24 HR 0.66 12.0000 6.46 5.77 0.0900 94.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage STRUCTUR E A [in] 010 YR - 24 HR 3.83 0.00 3.17 0.00 0.00 0.00 0.66 STRUCTUR E A [ft3] 010 YR - 24 HR 1251 0 1036 0 0 0 216 STRUCTUR E A [ac-ft] 010 YR - 24 HR 0.03 0.00 0.02 0.00 0.00 0.00 0.00 STRUCTUR E A [in] 100 YR - 24 HR 6.46 0.00 5.77 0.00 0.00 0.00 0.69 STRUCTUR E A [ft3] 100 YR - 24 HR 2110 0 1887 0 0 0 224 STRUCTUR E A [ac-ft] 100 YR - 24 HR 0.05 0.00 0.04 0.00 0.00 0.00 0.01 6 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 Simple Basin: STRUCTURE B Scenario:Scenario1 Node:D4 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.0600 ac Curve Number:89.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA STRUCTU RE B 010 YR - 24 HR 0.23 12.0000 3.83 2.67 0.0600 89.0 0.00 0.00 STRUCTU RE B 100 YR - 24 HR 0.42 12.0000 6.46 5.20 0.0600 89.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage STRUCTUR E B [in] 010 YR - 24 HR 3.83 0.00 2.67 0.00 0.00 0.00 1.16 STRUCTUR E B [ft3] 010 YR - 24 HR 834 0 582 0 0 0 252 STRUCTUR E B [ac-ft] 010 YR - 24 HR 0.02 0.00 0.01 0.00 0.00 0.00 0.01 STRUCTUR E B [in] 100 YR - 24 HR 6.46 0.00 5.20 0.00 0.00 0.00 1.26 STRUCTUR E B [ft3] 100 YR - 24 HR 1407 0 1133 0 0 0 274 STRUCTUR E B [ac-ft] 100 YR - 24 HR 0.03 0.00 0.03 0.00 0.00 0.00 0.01 7 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 Simple Basin: SUNRISE SENIOR LIVING Scenario:Scenario1 Node:UG STORAGE Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.4000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:3.8200 ac Curve Number:90.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA SUNRISE SENIOR LIVING 010 YR - 24 HR 14.35 12.0000 3.83 2.76 3.8200 90.0 0.00 0.00 SUNRISE SENIOR LIVING 100 YR - 24 HR 26.32 12.0000 6.46 5.30 3.8200 90.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage SUNRISE SENIOR LIVING [in] 010 YR - 24 HR 3.83 0.00 2.76 0.00 0.00 0.00 1.07 SUNRISE SENIOR LIVING [ft3] 010 YR - 24 HR 53109 0 38289 0 0 0 14820 SUNRISE SENIOR LIVING [ac-ft] 010 YR - 24 HR 1.22 0.00 0.88 0.00 0.00 0.00 0.34 SUNRISE 100 YR - 24 6.46 0.00 5.30 0.00 0.00 0.00 1.16 8 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage SENIOR LIVING [in] HR SUNRISE SENIOR LIVING [ft3] 100 YR - 24 HR 89578 0 73497 0 0 0 16082 SUNRISE SENIOR LIVING [ac-ft] 100 YR - 24 HR 2.06 0.00 1.69 0.00 0.00 0.00 0.37 Simple Basin: TEMPORARY DIRECT RELEASE Scenario:Scenario1 Node:OUTFALL Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:5.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:0.6938 ac Curve Number:91.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA TEMPORA RY DIRECT RELEASE 010 YR - 24 HR 2.76 12.0000 3.83 2.87 0.6938 91.0 0.00 0.00 TEMPORA RY DIRECT RELEASE 100 YR - 24 HR 4.97 12.0000 6.46 5.43 0.6938 91.0 0.00 0.00 9 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage TEMPORAR Y DIRECT RELEASE [in] 010 YR - 24 HR 3.83 0.00 2.87 0.00 0.00 0.00 0.96 TEMPORAR Y DIRECT RELEASE [ft3] 010 YR - 24 HR 9646 0 7218 0 0 0 2428 TEMPORAR Y DIRECT RELEASE [ac-ft] 010 YR - 24 HR 0.22 0.00 0.17 0.00 0.00 0.00 0.06 TEMPORAR Y DIRECT RELEASE [in] 100 YR - 24 HR 6.46 0.00 5.43 0.00 0.00 0.00 1.03 TEMPORAR Y DIRECT RELEASE [ft3] 100 YR - 24 HR 16269 0 13673 0 0 0 2597 TEMPORAR Y DIRECT RELEASE [ac-ft] 100 YR - 24 HR 0.37 0.00 0.31 0.00 0.00 0.00 0.06 Simple Basin: TEMPORARY NORTH A Scenario:Scenario1 Node:WEST POND Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:6.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:4.5900 ac Curve Number:92.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: 10 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA TEMPORA RY NORTH A 010 YR - 24 HR 18.40 12.0000 3.83 2.95 4.5900 92.0 0.00 0.00 TEMPORA RY NORTH A 100 YR - 24 HR 32.81 12.0000 6.46 5.52 4.5900 92.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage TEMPORAR Y NORTH A [in] 010 YR - 24 HR 3.83 0.00 2.95 0.00 0.00 0.00 0.88 TEMPORAR Y NORTH A [ft3] 010 YR - 24 HR 63814 0 49216 0 0 0 14598 TEMPORAR Y NORTH A [ac-ft] 010 YR - 24 HR 1.46 0.00 1.13 0.00 0.00 0.00 0.34 TEMPORAR Y NORTH A [in] 100 YR - 24 HR 6.46 0.00 5.52 0.00 0.00 0.00 0.94 TEMPORAR Y NORTH A [ft3] 100 YR - 24 HR 107635 0 92016 0 0 0 15618 TEMPORAR Y NORTH A [ac-ft] 100 YR - 24 HR 2.47 0.00 2.11 0.00 0.00 0.00 0.36 Simple Basin: TEMPORARY NORTH B Scenario:Scenario1 Node:TEMPORARY POND 2 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:2.1700 ac Curve Number:78.0 11 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA TEMPORA RY NORTH B 010 YR - 24 HR 5.63 12.0167 3.83 1.76 2.1700 78.0 0.00 0.00 TEMPORA RY NORTH B 100 YR - 24 HR 12.30 12.0167 6.46 3.99 2.1700 78.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage TEMPORAR Y NORTH B [in] 010 YR - 24 HR 3.83 0.00 1.76 0.00 0.00 0.00 2.07 TEMPORAR Y NORTH B [ft3] 010 YR - 24 HR 30169 0 13825 0 0 0 16345 TEMPORAR Y NORTH B [ac-ft] 010 YR - 24 HR 0.69 0.00 0.32 0.00 0.00 0.00 0.38 TEMPORAR Y NORTH B [in] 100 YR - 24 HR 6.46 0.00 3.99 0.00 0.00 0.00 2.47 TEMPORAR Y NORTH B [ft3] 100 YR - 24 HR 50886 0 31461 0 0 0 19425 TEMPORAR Y NORTH B [ac-ft] 100 YR - 24 HR 1.17 0.00 0.72 0.00 0.00 0.00 0.45 Simple Basin: TEMPORARY SOUTH A Scenario:Scenario1 12 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 Node:TEMPORARY POND 1 Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:1.3700 ac Curve Number:87.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA TEMPORA RY SOUTH A 010 YR - 24 HR 4.79 12.0000 3.83 2.48 1.3700 87.0 0.00 0.00 TEMPORA RY SOUTH A 100 YR - 24 HR 9.13 12.0000 6.46 4.97 1.3700 87.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage TEMPORAR Y SOUTH A [in] 010 YR - 24 HR 3.83 0.00 2.48 0.00 0.00 0.00 1.35 TEMPORAR Y SOUTH A [ft3] 010 YR - 24 HR 19047 0 12358 0 0 0 6689 TEMPORAR Y SOUTH A [ac-ft] 010 YR - 24 HR 0.44 0.00 0.28 0.00 0.00 0.00 0.15 TEMPORAR Y SOUTH A [in] 100 YR - 24 HR 6.46 0.00 4.97 0.00 0.00 0.00 1.49 TEMPORAR Y SOUTH A 100 YR - 24 HR 32126 0 24696 0 0 0 7430 13 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage [ft3] TEMPORAR Y SOUTH A [ac-ft] 100 YR - 24 HR 0.74 0.00 0.57 0.00 0.00 0.00 0.17 Simple Basin: TEMPORARY SOUTH B Scenario:Scenario1 Node:EAST POND Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:7.0000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:5.2900 ac Curve Number:91.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA TEMPORA RY SOUTH B 010 YR - 24 HR 20.51 12.0000 3.83 2.86 5.2900 91.0 0.00 0.00 TEMPORA RY SOUTH B 100 YR - 24 HR 37.09 12.0000 6.46 5.42 5.2900 91.0 0.00 0.00 Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage TEMPORAR Y SOUTH B 010 YR - 24 HR 3.83 0.00 2.86 0.00 0.00 0.00 0.97 14 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage [in] TEMPORAR Y SOUTH B [ft3] 010 YR - 24 HR 73546 0 54903 0 0 0 18644 TEMPORAR Y SOUTH B [ac-ft] 010 YR - 24 HR 1.69 0.00 1.26 0.00 0.00 0.00 0.43 TEMPORAR Y SOUTH B [in] 100 YR - 24 HR 6.46 0.00 5.42 0.00 0.00 0.00 1.04 TEMPORAR Y SOUTH B [ft3] 100 YR - 24 HR 124049 0 104005 0 0 0 20045 TEMPORAR Y SOUTH B [ac-ft] 100 YR - 24 HR 2.85 0.00 2.39 0.00 0.00 0.00 0.46 Simple Basin: US31 Scenario:Scenario1 Node:WEST POND Hydrograph Method:NRCS Unit Hydrograph Infiltration Method:Curve Number Time of Concentration:22.6000 min Max Allowable Q:0.00 cfs Time Shift:0.0000 hr Unit Hydrograph:UH484 Peaking Factor:484.0 Area:15.8000 ac Curve Number:91.0 % Impervious:0.00 % DCIA:0.00 % Direct:0.00 Rainfall Name: Comment: Simple Basin Runoff Summary [Scenario1] Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA US31 010 YR - 24 HR 43.64 12.1333 3.83 2.86 15.8000 91.0 0.00 0.00 US31 100 YR -80.00 12.1333 6.46 5.42 15.8000 91.0 0.00 0.00 15 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 Basin Name Sim Name Max Flow [cfs] Time to Max Flow [hrs] Total Rainfall [in] Total Runoff [in] Area [ac]Equivalent Curve Number % Imperv % DCIA 24 HR Simple Basin Mass Balance Summary [Scenario1] Basin Name Sim Name Total Rainfall Total Irrigation Total Runoff Total ET Total Initial Abst Total Recharge Change Soil Storage US31 [in]010 YR - 24 HR 3.83 0.00 2.86 0.00 0.00 0.00 0.97 US31 [ft3]010 YR - 24 HR 219666 0 164043 0 0 0 55623 US31 [ac-ft]010 YR - 24 HR 5.04 0.00 3.77 0.00 0.00 0.00 1.28 US31 [in]100 YR - 24 HR 6.46 0.00 5.42 0.00 0.00 0.00 1.04 US31 [ft3]100 YR - 24 HR 370507 0 310754 0 0 0 59753 US31 [ac-ft]100 YR - 24 HR 8.51 0.00 7.13 0.00 0.00 0.00 1.37 Node: D3A Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:852.56 ft Warning Stage:857.58 ft Stage [ft]Area [ac]Area [ft2] 852.56 0.0003 13 857.58 0.0003 13 Comment: Node Max Conditions [Scenario1] Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] D3A 010 YR - 24 HR 857.58 855.89 0.0010 0.91 0.41 161 D3A 100 YR - 24 HR 857.58 857.31 0.0010 1.00 0.50 161 16 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 Node: D4 Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:852.86 ft Warning Stage:859.03 ft Stage [ft]Area [ac]Area [ft2] 852.86 0.0003 13 859.03 0.0003 13 Comment: Node Max Conditions [Scenario1] Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] D4 010 YR - 24 HR 859.03 855.89 0.0010 1.05 0.91 245 D4 100 YR - 24 HR 859.03 857.31 0.0010 1.13 1.00 245 Node: D5 Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:853.03 ft Warning Stage:860.47 ft Stage [ft]Area [ac]Area [ft2] 853.03 0.0003 13 860.47 0.0003 13 Comment: Node Max Conditions [Scenario1] Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] D5 010 YR - 24 HR 860.47 855.90 0.0010 0.87 1.05 200 D5 100 YR - 24 860.47 857.31 -0.0010 0.94 1.13 200 17 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] HR Node: EAST POND Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:853.24 ft Warning Stage:857.56 ft Stage [ft]Area [ac]Area [ft2] 853.24 0.0001 4 854.00 0.2246 9784 854.05 0.2509 10929 854.07 0.4746 20674 855.00 0.8942 38951 856.00 1.1802 51410 857.00 1.2481 54367 858.00 1.3165 57347 858.60 1.3600 59242 Comment: Node Max Conditions [Scenario1] Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] EAST POND 010 YR - 24 HR 857.56 855.90 0.0009 21.72 0.87 50132 EAST POND 100 YR - 24 HR 857.56 857.31 0.0010 39.11 0.93 55302 Node: OUTFALL Scenario:Scenario1 Type:Time/Stage Base Flow:0.00 cfs Initial Stage:100.00 ft Warning Stage:900.00 ft Boundary Stage: 18 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 Year Month Day Hour Stage [ft] 0 0 0 0.0000 100.00 0 0 0 999999.0000 100.00 Comment: Node Max Conditions [Scenario1] Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] OUTFALL 010 YR - 24 HR 900.00 100.00 0.0000 33.53 0.00 0 OUTFALL 100 YR - 24 HR 900.00 100.00 0.0000 64.97 0.00 0 Node: TEMPORARY POND 1 Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:854.16 ft Warning Stage:856.75 ft Stage [ft]Area [ac]Area [ft2] 853.28 0.0001 4 854.00 0.0351 1529 855.00 0.1620 7057 856.00 0.2793 12166 856.75 0.3939 17158 Comment: Node Max Conditions [Scenario1] Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] TEMPORARY POND 1 010 YR - 24 HR 856.75 855.22 -0.0010 4.79 0.30 8205 TEMPORARY POND 1 100 YR - 24 HR 856.75 856.05 -0.0010 9.13 0.37 12507 19 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 Node: TEMPORARY POND 2 Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:853.90 ft Warning Stage:856.90 ft Stage [ft]Area [ac]Area [ft2] 853.90 0.0001 4 854.90 0.2866 12484 855.90 0.7338 31964 856.90 0.8153 35514 900.00 0.8153 35514 Comment: Node Max Conditions [Scenario1] Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] TEMPORARY POND 2 010 YR - 24 HR 856.90 855.13 0.0005 5.63 0.11 16863 TEMPORARY POND 2 100 YR - 24 HR 856.90 855.80 0.0004 12.30 0.14 30008 Node: UG STORAGE Scenario:Scenario1 Type:Stage/Volume Base Flow:0.00 cfs Initial Stage:863.60 ft Warning Stage:868.00 ft Stage [ft]Volume [ac-ft]Volume [ft3] 863.60 0.00 0 864.50 0.12 5097 865.00 0.24 10585 865.50 0.38 16379 866.00 0.52 22564 866.50 0.67 29055 867.00 0.79 34325 867.50 0.90 39073 868.00 0.99 43168 Comment: 20 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 Node Max Conditions [Scenario1] Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] UG STORAGE 010 YR - 24 HR 868.00 865.80 0.0009 14.35 1.20 12396 UG STORAGE 100 YR - 24 HR 868.00 867.65 0.0010 26.32 1.72 12676 Node: WEST POND Scenario:Scenario1 Type:Stage/Area Base Flow:0.00 cfs Initial Stage:852.40 ft Warning Stage:856.39 ft Stage [ft]Area [ac]Area [ft2] 852.40 0.6724 29290 854.00 0.7919 34495 855.00 0.8867 38625 856.00 0.9813 42745 856.54 1.0355 45106 857.00 1.0355 45106 Comment: Node Max Conditions [Scenario1] Node Name Sim Name Warning Stage [ft] Max Stage [ft] Min/Max Delta Stage [ft] Max Total Inflow [cfs] Max Total Outflow [cfs] Max Surface Area [ft2] WEST POND 010 YR - 24 HR 856.39 854.71 0.0008 57.08 33.25 38211 WEST POND 100 YR - 24 HR 856.39 855.90 0.0010 104.66 64.53 43019 Pipe Link: D4 TO D3A Scenario:Scenario1 From Node:D4 To Node:D3A Link Count:1 Flow Direction:Both Damping:0.0000 ft Upstream Downstream Invert:852.86 ft Invert:852.56 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft 21 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 Length:148.00 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D5 TO D4 Scenario:Scenario1 From Node:D5 To Node:D4 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:85.00 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:853.03 ft Invert:852.86 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Pipe Link: D7 TO D5 Scenario:Scenario1 From Node:EAST POND To Node:D5 Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:102.00 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Diff Wave Upstream Downstream Invert:853.24 ft Invert:853.03 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: 22 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 Pipe Link: OUTLET PIPE Scenario:Scenario1 From Node:WEST POND To Node:OUTFALL Link Count:1 Flow Direction:Both Damping:0.0000 ft Length:200.00 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Downstream Invert:852.40 ft Invert:851.95 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:4.00 ft Max Depth:4.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Comment: Drop Structure Link: OCS 1 Scenario:Scenario1 From Node:D3A To Node:WEST POND Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:52.00 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:852.56 ft Invert:852.40 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:2.00 ft Max Depth:2.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Circular Invert:852.56 ft Control Elevation:852.56 ft Max Depth:0.25 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 23 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: Drop Structure Link: OCS 2 Scenario:Scenario1 From Node:TEMPORARY POND 2 To Node:WEST POND Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:83.00 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:853.90 ft Invert:853.63 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.25 ft Max Depth:1.25 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Circular Invert:853.90 ft Control Elevation:853.90 ft Max Depth:0.17 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: 24 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 Drop Structure Link: OCS 3 Scenario:Scenario1 From Node:TEMPORARY POND 1 To Node:WEST POND Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Pipe Count:1 Damping:0.0000 ft Length:9.30 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Upstream Pipe Downstream Pipe Invert:853.28 ft Invert:853.23 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Circular Invert:853.28 ft Control Elevation:853.28 ft Max Depth:0.25 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: Drop Structure Link: UG STORAGE OUTLET Scenario:Scenario1 From Node:UG STORAGE To Node:EAST POND Link Count:1 Flow Direction:Both Solution:Combine Increments:0 Upstream Pipe Downstream Pipe Invert:863.60 ft Invert:863.41 ft Manning's N:0.0130 Manning's N:0.0130 Geometry: Circular Geometry: Circular Max Depth:1.00 ft Max Depth:1.00 ft Bottom Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: 25 C:\Users\connor.strege\Desktop\ICPR Projects\170051006\170051006_Temporary1\9/13/2021 11:52 Pipe Count:1 Damping:0.0000 ft Length:31.00 ft FHWA Code:0 Entr Loss Coef:1.00 Exit Loss Coef:0.00 Bend Loss Coef:0.00 Bend Location:0.00 dec Energy Switch:Energy Manning's N:0.0000 Manning's N:0.0000 Top Clip Default:0.00 ft Default:0.00 ft Op Table:Op Table: Ref Node:Ref Node: Manning's N:0.0000 Manning's N:0.0000 Pipe Comment: Weir Component Weir:1 Weir Count:1 Weir Flow Direction:Both Damping:0.0000 ft Weir Type:Sharp Crested Vertical Geometry Type:Circular Invert:863.60 ft Control Elevation:863.60 ft Max Depth:0.50 ft Bottom Clip Default:0.00 ft Op Table: Ref Node: Top Clip Default:0.00 ft Op Table: Ref Node: Discharge Coefficients Weir Default:3.200 Weir Table: Orifice Default:0.600 Orifice Table: Weir Comment: Drop Structure Comment: 170051006 – Hamilton Crossing Phase 1 Appendix D: Proposed Storm Sewer Design Trans.8' x9'Generator10' x 32' x 2' padTrans.8' x9'X X X XXXXXU.S. 31U.S. 31 Generator10' x 32' x 2' padTrans.8' x9'PROPOSED BUILDING ±51,792SF T/F=862.39 October 14, 2021 HAMILTON CROSSING PHASE 1 CATCHMENT EXHIBIT CARMEL, IN 0'80'40'NORTH PROJECT: BY: DATE: Entity: 10-Year 100-Year Invert Drop 0.1 5 (dc+D)/2 10-Year - 50% U.S. D.S. (ft) (ft) (ft)(ft) (ft) (ft) (ft) (sq. ft) (ft.) (ft.) (ft.) (ft) (ft) (ft/s)(ft/s) (ft) (ft) (ft) (ft.) (ft.) RD221 D221 32.79 PVC 862.39 860.98 854.96 854.72 854.93 856.79 0.41 1.67 0.25 0.59 0.76 0.65 - - 1.25 4.89 - 1.10 1.755 858.55 855.62 RD205A D205 20.69 PVC 862.39 861.40 857.53 857.53 857.52 858.79 0.55 2.62 0.21 0.83 0.82 0.90 - - 1.25 3.63 - 1.91 2.816 861.60 857.94 RD203B D203 38.75 PVC 862.39 861.40 856.68 856.07 856.43 857.72 0.12 0.91 0.13 0.22 0.33 0.77 - - 1.25 4.12 - 0.46 1.235 858.96 857.45 RD203A D203 20.62 PVC 862.39 861.40 856.68 856.68 856.66 857.72 0.55 2.62 0.21 0.83 0.81 0.58 - - 1.25 4.12 - 1.23 1.814 859.53 857.09 D314 D313 113.75 RCP 861.45 860.69 856.74 855.86 856.31 856.50 0.05 0.69 0.07 0.11 0.14 1.41 - - 1.25 3.05 - 0.09 1.509 858.01 858.16 D313 D312 163.58 RCP 860.69 857.00 854.60 853.79 854.22 854.43 0.11 0.91 0.12 0.19 0.23 2.03 2.21 - 0.50 2.75 - 0.03 2.067 856.50 856.64 D312 D311 115.88 RCP 857.00 857.13 854.48 854.02 854.15 854.15 0.81 2.29 0.35 0.78 0.60 0.27 3.05 - 0.50 2.80 - 0.01 0.279 854.43 854.75 D311A D311 9.31 RCP 856.05 857.13 854.23 853.23 853.73 854.13 0.00 0.02 0.00 0.00 0.00 0.00 - - 1.25 2.80 - 0.00 0.000 854.13 854.26 D311 D310 112.94 RCP 857.13 857.34 854.12 853.72 853.81 853.86 0.88 2.41 0.37 0.84 0.63 0.26 2.75 - 0.50 2.86 - 0.00 0.261 854.13 854.38 D310 D305 65.84 RCP 857.34 - 853.87 853.56 853.58 853.58 0.99 2.63 0.38 0.94 0.68 0.15 2.80 1.00 0.50 - 0.13 0.00 0.281 853.86 854.02 D232 D231 87.83 RCP 861.190 861.131 858.68 857.87 858.26 859.40 0.10 0.89 0.11 0.19 0.16 0.31 - - 1.25 1.89 - 0.05 0.354 859.75 858.99 D231 D230 44.47 RCP 861.131 861.798 858.42 857.68 858.04 859.23 0.16 1.05 0.15 0.25 0.22 0.15 1.58 - 0.50 1.88 - 0.01 0.163 859.40 858.58 D230 D207 46.66 RCP 861.798 861.350 858.16 857.41 857.77 859.07 0.15 1.05 0.15 0.25 0.22 0.16 1.89 - 0.50 2.45 - 0.00 0.162 859.23 858.32 D209 D208 117.95 RCP 863.733 861.494 859.26 858.36 858.82 859.28 0.04 0.66 0.07 0.10 0.12 1.17 - - 1.25 2.15 - 0.07 1.237 860.51 860.44 D208 D207 56.40 RCP 861.494 861.350 858.96 858.28 858.60 859.07 0.21 1.20 0.18 0.32 0.28 0.20 1.87 - 0.50 2.45 - 0.01 0.205 859.28 859.16 D207 D206 37.23 RCP 861.350 861.400 857.93 857.34 857.61 858.92 0.30 1.39 0.22 0.41 0.36 0.13 1.88 - 0.50 2.43 - 0.02 0.148 859.07 858.06 D206 D205 53.81 RCP 861.400 861.400 857.95 857.22 857.53 858.79 0.49 1.76 0.28 0.52 0.43 0.13 2.45 - 0.50 3.63 - 0.00 0.135 858.92 858.08 RD205D RD205C 28.22 HDPE 858.570 - 857.82 857.82 857.70 857.70 0.55 2.62 0.21 0.83 0.60 0.16 - 1.00 1.25 - 0.17 0.21 0.545 858.25 857.92 RD205B D205 35.55 HDPE 862.390 861.400 857.95 857.40 857.61 858.79 0.71 2.12 0.34 0.71 0.58 0.09 - - 1.25 3.63 - 0.17 0.262 859.05 858.03 D205 D204 50.69 RCP 861.400 861.400 858.49 857.94 858.02 858.02 2.42 4.05 0.60 1.44 1.06 0.10 9.93 - 0.50 3.65 - 0.66 0.765 858.79 858.60 D204 D203 51.07 RCP 861.400 861.400 858.29 857.78 857.83 857.83 2.51 4.17 0.60 1.49 1.08 0.10 3.63 - 0.50 4.12 - 0.00 0.103 857.94 858.39 D203 D202 34.77 RCP 861.400 861.000 858.17 857.32 857.56 857.60 3.43 4.73 0.72 1.65 1.27 0.07 4.89 - 0.50 3.95 - 0.05 0.123 857.72 858.24 D213 D212 50.00 RCP 861.050 861.125 858.17 857.49 857.81 858.65 0.22 1.20 0.18 0.32 0.28 0.17 - - 1.25 2.65 - 0.09 0.264 858.91 858.34 D212 D211 50.00 RCP 861.125 861.125 857.89 857.38 857.60 858.45 0.38 1.54 0.24 0.48 0.42 0.17 2.15 - 0.50 3.28 - 0.02 0.192 858.65 858.07 D211A D211 30.00 HDPE 862.390 861.125 857.73 857.73 857.66 858.45 0.55 2.62 0.21 0.83 0.71 0.34 - - 1.25 3.28 - 0.42 0.765 859.22 858.03 D211 D210 50.00 RCP 861.125 861.125 857.87 857.87 857.65 858.23 1.23 3.93 0.31 1.25 0.81 0.19 2.65 - 0.50 3.68 - 0.03 0.222 858.45 858.04 D210 D201 49.72 RCP 861.125 861.000 857.59 857.59 857.40 857.97 1.23 3.93 0.31 1.25 0.86 0.24 3.28 - 0.50 3.96 - 0.02 0.264 858.23 857.77 D201 D202 63.04 RCP 861.000 861.000 857.27 857.27 857.09 857.60 1.23 3.93 0.31 1.25 0.89 0.35 3.68 - 0.50 3.95 - 0.02 0.370 857.97 857.49 D202 D220 81.72 RCP 861.000 860.980 857.91 857.91 857.41 857.41 4.91 7.85 0.63 2.50 1.49 0.18 4.12 - 0.50 4.13 - 0.01 0.192 857.60 858.07 D220 D221 90.00 RCP 860.980 860.980 857.63 857.63 857.14 857.14 4.91 7.85 0.63 2.50 1.53 0.22 3.95 - 0.50 4.89 - 0.01 0.231 857.37 857.81 D221 D200 59.68 RCP 860.980 - 856.38 856.38 855.96 855.96 4.91 7.85 0.63 2.50 1.67 0.20 7.54 1.00 0.50 - 0.37 0.26 0.830 856.79 856.53 D110 D101 80.00 RCP 859.77 859.77 855.89 855.33 855.62 856.01 0.33 1.45 0.23 0.44 0.47 0.60 - - 1.25 4.46 - 0.27 0.864 856.87 856.49 D103 D102 33.00 RCP 859.19 859.03 856.32 855.57 855.93 856.35 0.16 1.06 0.15 0.26 0.23 0.12 - - 1.25 2.38 - 0.07 0.196 856.54 856.44 D102 D101 88.90 RCP 859.03 859.77 855.89 855.25 855.55 856.01 0.26 1.30 0.20 0.36 0.33 0.33 1.96 - 0.50 4.46 - 0.01 0.341 856.35 856.22 D101 D100 62.49 RCP 859.77 - 855.32 855.09 855.18 855.18 0.65 2.13 0.30 0.77 0.73 0.47 3.71 1.00 0.50 - 0.31 0.05 0.823 856.01 855.79 RD302 D302 33.06 PVC 860.77 - 853.96 853.54 853.85 853.85 0.27 1.30 0.21 0.41 0.60 0.66 - 1.00 1.25 - 0.70 0.87 2.221 856.07 854.62 RD304 D304 12.90 PVC 861.77 - 853.49 853.15 853.42 853.42 0.33 1.46 0.23 0.49 0.69 0.26 - 1.00 1.25 - 0.79 0.99 2.041 855.46 853.75 RATIONAL METHOD STORM SEWER DESIGN HGL CALCULATIONS UPSTREAM MAXIMUM INFLUENT VELOCITY OPEN CHANNEL TW ELEV. HGL FLOW DEPTH TOTAL LOSS U.S. HGL ELEV. U.S. STR. CROWN OUTLET STRUCTURE LOSS UPSTREAM STRUCTURE LOSS FRICTION LOSS OUTLET STR. COEFF. UPSTREAM STRUCTURE COEFFICIENT EFFLUENT PIPE VELOCITY WETTED PERIMETER HYDRAULIC RADIUS CRITICAL DEPTH D.S. CROWN ELEV. (dc+D)/2 ELEV. STARTING ELEV. AREA STORM SEWER FREQUENCY Hamilton Crossing Phase 1 Chad Mayes 27-Sep-21 City of Carmel STORM CASTING DESIGN REQUIREMENTS HYDRAULIC GRADELINE FREQUENCY INVERT CONNECTIVITY MAX INLET DEPTH STORM CASTING DESIGN REQUIREMENTS CASTING CAPACITY FREQUENCY MAXIMUM HEAD (ft) CLOGGING (%) INVERT DROP UPSTREAM STRUCTURE DOWNSTREAM STRUCTURE PIPE LENGTH HGL STARTING ELEVATION PIPE MATERIAL RIM ELEV. PROJECT: BY: DATE: Entity: 10-Year 100-Year Invert Drop 0.1 5 (dc+D)/2 10-Year - 50% CASTING SEWER HGL CASTING SEWER HGL AREA AREA 10-Year 10-Year 100-Year 10-Year 10-Year 100-Year U.S. D.S. U.S. D.S. (ft)(deg) (acres) (acres) (min)(min) (in/hr) (in/hr) (in/hr) (cfs) (cfs) (cfs) (in) (%) (cfs) (ft/sec) (ft/sec) (ft/sec) (ft) (ft) (ft) (ft)(ft) (ft) (ft) RD221 D221 32.79 PVC Paved - 180 NO 0.00 0.00 0.90 0.38 5.00 - 0.34 0.34 5.00 6.12 6.12 9.12 - 2.09 3.12 10 2.00 0.011 3.66 6.71 6.94 7.54 862.39 860.98 854.79 854.13 - Roof Drain Roof Drain - - 0.00 RD205A D205 20.69 PVC Paved - 180 NO 0.00 0.00 0.90 0.66 5.00 - 0.59 0.59 5.00 6.12 6.12 9.12 - 3.64 5.42 10 2.00 0.011 3.66 6.71 7.65 9.93 862.39 861.40 857.11 856.70 - Roof Drain Roof Drain - - 0.00 RD203B D203 38.75 PVC Paved - 180 NO 0.00 0.00 0.90 0.07 5.00 - 0.06 0.06 5.00 6.12 6.12 9.12 - 0.39 0.57 10 2.00 0.011 3.66 6.71 4.36 4.89 862.39 861.40 856.62 855.84 - Roof Drain Roof Drain - - 0.00 RD203A D203 20.62 PVC Paved - 180 NO 0.00 0.00 0.90 0.53 5.00 - 0.48 0.48 5.00 6.12 6.12 9.12 - 2.92 4.35 10 2.00 0.011 3.66 6.71 7.45 7.98 862.39 861.40 856.25 855.84 - Roof Drain Roof Drain - - 0.00 D314 D313 113.75 RCP Unpaved - 180 NO 0.30 0.04 0.00 0.00 5.00 0.01 0.01 0.01 5.00 6.12 6.12 9.12 0.07 0.07 0.11 12 1.25 0.013 3.98 5.07 1.96 2.21 861.45 860.69 857.16 855.74 -TYPE ''A'' INLET R-4342 0.00 0.05 0.05 D313 D312 163.58 RCP Unpaved - 180 NO 0.30 0.08 0.00 0.00 5.00 0.02 0.02 0.04 5.37 6.12 6.05 9.02 0.15 0.22 0.32 12 1.25 0.013 3.98 5.07 2.71 3.05 860.69 857.00 855.64 853.60 -TYPE ''C'' MANHOLE R-4342 0.00 0.07 0.07 D312 D311 115.88 RCP Unpaved - 180 NO 0.50 0.43 0.00 0.00 5.00 0.22 0.22 0.25 5.91 6.12 5.96 8.88 1.32 1.49 2.23 15 0.23 0.013 3.10 2.52 2.50 2.75 857.00 857.13 853.50 853.23 -TYPE ''F'' INLET R-4215-C 0.03 0.19 0.19 D311A D311 9.31 RCP Unpaved - >90 NO 0.00 0.00 0.30 0.00 5.00 - 0.00 0.00 5.00 6.12 6.12 9.12 - 0.00 0.00 12 0.32 0.013 2.02 2.57 0.00 0.00 856.05 857.13 853.26 853.23 -TYPE ''A'' INLET R-4342 N/A N/A 0.00 D311 D310 112.94 RCP Unpaved - 180 NO 0.85 0.04 0.00 0.00 5.00 0.03 0.03 0.29 6.68 6.12 5.82 8.67 0.21 1.66 2.47 15 0.23 0.013 3.10 2.52 2.57 2.80 857.13 857.34 853.13 852.87 - TYPE "F" INLET R-4215-C 0.00 0.06 0.06 D310 D305 65.84 RCP Unpaved - >90 NO 0.85 0.06 0.00 0.00 5.00 0.05 0.05 0.34 7.42 6.12 5.68 8.47 0.31 1.91 2.85 15 0.23 0.013 3.10 2.52 2.66 2.86 857.34 - 852.77 852.62 -TYPE ''F'' INLET R-4215-C 0.00 0.08 0.08 D232 D231 87.83 RCP Unpaved - 180 NO 0.44 0.04 - - 5.00 0.02 0.02 0.02 5.00 6.12 6.12 9.12 0.11 0.11 0.16 12 0.35 0.013 2.11 2.68 1.41 1.58 861.190 861.131 857.987 857.679 -TYPE ''A'' INLET R-4342 0.00 0.06 0.06 D231 D230 44.47 RCP Unpaved - 180 NO 0.30 0.05 - - 5.00 0.02 0.02 0.03 5.55 6.12 6.02 8.97 0.09 0.20 0.29 12 0.35 0.013 2.11 2.68 1.68 1.89 861.131 861.798 857.579 857.424 -TYPE ''A'' INLET R-4342 0.00 0.05 0.05 D230 D207 46.66 RCP Unpaved - 180 NO - - - - 5.00 - - 0.03 5.82 6.12 5.97 8.90 - 0.19 0.29 12 0.35 0.013 2.11 2.68 1.68 1.88 861.798 861.350 857.324 857.161 -TYPE ''A'' INLET R-1772 - - 0.00 D209 D208 117.95 RCP Unpaved - 180 NO 0.30 0.03 - - 5.00 0.01 0.01 0.01 5.00 6.12 6.12 9.12 0.06 1.26 0.08 12 1.00 0.013 3.56 4.54 4.14 1.87 863.733 861.494 859.437 858.258 -TYPE ''A'' INLET R-4342 0.00 0.04 0.04 D208 D207 56.40 RCP Unpaved - 180 NO 0.30 0.14 - - 5.00 0.04 0.04 0.05 5.43 6.12 6.04 9.00 0.26 1.51 0.46 12 0.35 0.013 2.11 2.68 2.92 2.15 861.494 861.350 858.158 857.961 0.80 TYPE ''A'' INLET R-4342 0.00 0.10 0.10 D207 D206 37.23 RCP Unpaved - <90 NO - - - - 5.00 - - 0.08 6.11 6.12 5.92 8.82 -1.69 0.74 12 0.35 0.013 2.11 2.68 2.98 2.45 861.350 861.400 857.061 856.930 -TYPE ''C'' MANHOLE R-1772 - - 0.00 D206 D205 53.81 RCP Paved - >90 NO 0.85 0.06 - - 5.00 0.05 0.05 0.13 6.34 6.12 5.88 8.76 0.31 1.99 1.18 15 0.25 0.013 3.23 2.63 2.77 2.43 861.400 861.400 856.830 856.696 -TYPE ''M'' INLET R-3455-C 0.00 0.08 0.08 RD205D RD205C 28.22 HDPE Paved - 180 NO - - 0.90 0.22 5.00 - 0.20 0.20 5.00 6.12 6.12 9.12 - 1.21 1.81 10 0.35 0.012 1.40 2.57 2.90 3.31 858.570 - 857.084 856.985 -TYPE ''A'' INLET R-1772 - - 0.00 RD205B D205 35.55 HDPE Paved - 180 NO 0.00 0.00 0.90 0.26 5.00 - 0.23 0.23 5.00 6.12 6.12 9.12 - 1.43 2.13 15 0.25 0.012 3.50 2.85 2.71 2.99 862.390 861.400 856.785 856.696 -TYPE ''C'' MANHOLE R-1772 - - 0.00 D205 D204 50.69 RCP Paved - >90 NO 0.85 0.06 - - 5.00 0.05 0.05 1.01 6.68 6.12 5.82 8.67 0.31 7.10 8.79 24 0.20 0.013 10.12 3.22 3.49 3.63 861.400 861.400 856.596 856.494 -TYPE ''C'' MANHOLE R-3472 0.01 0.10 0.10 D204 D203 51.07 RCP Paved - 180 NO 0.85 0.06 - - 5.00 0.05 0.05 1.06 6.95 6.12 5.77 8.60 0.31 7.34 9.15 24 0.20 0.013 10.12 3.22 3.51 3.65 861.400 861.400 856.394 856.292 0.45 TYPE ''C'' MANHOLE R-3472 0.01 0.10 0.10 D203 D202 34.77 RCP Paved - >90 NO 0.85 0.06 - - 5.00 0.05 0.05 1.66 7.21 6.12 5.72 8.53 0.31 10.67 14.12 30 0.20 0.013 18.34 3.74 3.88 4.12 861.400 861.000 855.742 855.673 -TYPE ''J'' MANHOLE R-3472 0.01 0.10 0.10 D213 D212 50.00 RCP Paved Flow-by 180 YES 0.85 0.06 - - 5.00 0.05 0.05 0.05 5.00 6.12 6.12 9.12 0.31 0.31 0.47 12 0.35 0.013 2.11 2.68 1.92 2.15 861.050 861.125 857.342 857.167 -TYPE ''J'' INLET R-3287-10V 0.00 0.12 0.12 D212 D211 50.00 RCP Paved Sag 180 YES 0.85 0.07 - - 5.00 0.06 0.06 0.11 5.31 6.12 6.06 9.04 0.36 0.67 1.00 12 0.35 0.013 2.11 2.68 2.38 2.65 861.125 861.125 857.067 856.892 -TYPE ''M'' INLET R-3287-SB10 0.01 0.13 0.13 D211A D211 30.00 HDPE Paved - 180 NO 0.90 0.31 5.00 - 0.28 0.28 5.00 6.12 6.12 9.12 - 1.71 2.54 10 1.00 0.012 2.37 4.35 4.74 4.67 862.390 861.125 857.192 856.892 -TYPE ''C'' MANHOLE R-1772 - - 0.00 D211 D210 50.00 RCP Paved Sag 180 YES 0.85 0.07 - - 5.00 0.06 0.06 0.45 5.62 6.12 6.01 8.95 0.36 2.70 4.02 15 0.35 0.013 3.82 3.11 3.38 3.28 861.125 861.125 856.792 856.617 -TYPE ''C'' MANHOLE R-3287-SB10 0.01 0.13 0.13 D210 D201 49.72 RCP Paved Sag 180 YES 0.85 0.07 - - 5.00 0.06 0.06 0.51 5.89 6.12 5.96 8.88 0.36 3.03 4.52 15 0.35 0.013 3.82 3.11 3.45 3.68 861.125 861.000 856.517 856.343 -TYPE ''M'' INLET R-3287-SB10 0.01 0.13 0.13 D201 D202 63.04 RCP Paved Sag 180 YES 0.85 0.05 - - 5.00 0.04 0.04 0.55 6.15 6.12 5.91 8.81 0.26 3.26 4.85 15 0.35 0.013 3.82 3.11 3.50 3.96 861.000 861.000 856.243 856.023 0.35 TYPE ''M'' INLET R-3287-SB10 0.01 0.11 0.11 D202 D220 81.72 RCP Paved - <90 NO 0.85 0.09 - - 5.00 0.08 0.08 2.28 7.37 6.12 5.69 8.49 0.47 14.20 19.37 30 0.20 0.013 18.34 3.74 4.13 3.95 861.000 860.980 855.573 855.409 -TYPE ''J'' MANHOLE R-3472 0.02 0.13 0.13 D220 D221 90.00 RCP Paved - 180 YES 0.85 0.16 - - 5.00 0.14 0.14 2.42 7.73 6.12 5.63 8.39 0.83 14.82 20.29 30 0.20 0.013 18.34 3.74 4.16 4.13 860.980 860.980 855.309 855.129 1.00 TYPE ''J'' MANHOLE R-3472 0.07 0.19 0.19 D221 D200 59.68 RCP Paved Sag >90 YES 0.85 0.16 - - 5.00 0.14 0.14 2.90 8.13 6.12 5.56 8.28 0.83 17.30 23.99 30 0.25 0.013 20.51 4.18 4.68 4.89 860.980 - 854.029 853.880 -TYPE ''J'' MANHOLE R-3287-SB10 0.05 0.22 0.22 D110 D101 80.00 RCP Paved - 180 YES 0.85 0.16 0.00 0.00 5.00 0.14 0.14 0.14 5.00 6.12 6.12 9.12 0.83 0.83 1.24 12 0.75 0.013 3.09 3.93 3.34 3.71 859.77 859.77 855.49 854.89 -TYPE ''J'' INLET R-3455-C 0.02 0.15 0.15 D103 D102 33.00 RCP Paved Flow-by 180 YES 0.85 0.04 0.00 0.00 5.00 0.03 0.03 0.03 5.00 6.12 6.12 9.12 0.21 0.21 0.31 12 0.37 0.013 2.17 2.76 1.74 1.96 859.19 859.03 855.44 855.32 -TYPE ''J'' INLET R-3287-10V 0.00 0.09 0.09 D102 D101 88.90 RCP Paved Flow-by 180 YES 0.85 0.04 0.00 0.00 5.00 0.03 0.03 0.07 5.20 6.12 6.08 9.07 0.21 0.41 0.62 12 0.37 0.013 2.17 2.76 2.13 2.38 859.03 859.77 855.22 854.89 -TYPE ''M'' INLET R-3287-10V 0.00 0.09 0.09 D101 D100 62.49 RCP Paved - 180 YES 0.85 0.14 0.00 0.00 5.00 0.12 0.12 0.32 5.74 6.12 5.99 8.92 0.73 1.93 2.88 12 0.75 0.013 3.09 3.93 4.15 4.46 859.77 - 854.79 854.32 -TYPE ''C'' MANHOLE R-3455-C 0.01 0.14 0.14 RD302 D302 33.06 PVC Paved - 180 NO 0.00 0.00 0.90 0.22 5.00 - 0.20 0.20 5.00 6.12 6.12 9.12 - 1.21 1.81 10 2.00 0.011 3.66 6.71 6.03 6.69 860.77 - 853.79 853.13 - Roof Drain Roof Drain - - 0.00 RD304 D304 12.90 PVC Paved - 180 NO 0.00 0.00 0.90 0.29 5.00 - 0.26 0.26 5.00 6.12 6.12 9.12 - 1.60 2.38 10 2.00 0.011 3.66 6.71 6.48 7.15 861.77 - 852.92 852.66 - Roof Drain Roof Drain - - 0.00 RATIONAL METHOD STORM SEWER DESIGN STREET INLET? VELOCITY HGL FLOW VELOCITY INTENSITYc*A PONDING DEPTH CASTING INLET CUMULATIVE STRUCTURE TYPE CASTING TYPE FULL PIPE CAPACITY FLOW VELOCITY PIPE SIZE PIPE SLOPE MANNING'S N FLOWCUMULATIVE Tc STORM SEWER FREQUENCY CASTING Hamilton Crossing Phase 1 Chad Mayes 27-Sep-21 City of Carmel STORM CASTING DESIGN REQUIREMENTS HYDRAULIC GRADELINE FREQUENCY INVERT CONNECTIVITY OUTLET DEFLECTION ANGLE c MAX INLET DEPTH STORM CASTING DESIGN REQUIREMENTS CASTING CAPACITY FREQUENCY MAXIMUM HEAD (ft) CLOGGING (%) INVERT DROP DRAINAGE AREAUPSTREAM STRUCTURE DOWNSTREAM STRUCTURE PIPE LENGTH c Tc HGL STARTING ELEVATION DIRECT TO INLET PIPE MATERIAL PAVEMENT CONDITION CURB CONDITION RIM ELEV.ELEV.FULL FLOW INVERT ADDT. DROP ORIFICE FLOW DEPTH WEIR FLOW DEPTH CASTING CAPACITYSTRUCTURE DATA PROJECT:BY:DATE:Hydrologic Group %A0.0%B29.1%C70.9%D0.0%Total100.0%Soil Group Weighted Runoff CoefficientCUndeveloped Wooded Good Cover0.20Fully Developed Open Space Good Condition (>75% Cover)0.30Fully Developed Impervious Paved0.85Undeveloped Wooded Thin Stand0.20Fully Developed Impervious Rooftop0.90Water Pond or Lake -1.00Wooded - Good CoverOpen Space - Good Condition (>75% Cover)Impervious - Paved Wooded - Thin Stand Impervious - Rooftop Water - Pond or Lake TotalD101 0.00 0.000.140.00 0.00 0.00 0.140.85D102 0.00 0.000.040.00 0.00 0.00 0.040.85D103 0.00 0.000.040.00 0.00 0.00 0.040.85D110 0.00 0.000.160.00 0.00 0.00 0.160.85D201 0.00 0.000.050.00 0.00 0.00 0.050.85D202 0.00 0.000.090.00 0.00 0.00 0.090.85D203 0.00 0.000.060.00 0.00 0.00 0.060.85RD203A 0.00 0.000.000.000.530.00 0.530.90RD203B 0.00 0.000.000.000.410.00 0.410.90D204 0.00 0.000.060.00 0.00 0.00 0.060.85D205 0.00 0.000.060.00 0.00 0.00 0.060.85RD205A 0.00 0.000.000.000.060.00 0.060.90RD205B 0.00 0.000.000.000.660.00 0.660.90D205B 0.00 0.000.260.00 0.00 0.00 0.260.85D206 0.00 0.000.060.00 0.00 0.00 0.060.85D208 0.00 0.140.000.00 0.00 0.00 0.140.30D209 0.00 0.030.000.00 0.00 0.00 0.030.30D210 0.00 0.000.070.00 0.00 0.00 0.070.85D211 0.00 0.000.070.00 0.00 0.00 0.070.85D212 0.00 0.000.070.00 0.00 0.00 0.070.85D213 0.00 0.000.060.00 0.00 0.00 0.060.85D220 0.00 0.000.160.00 0.00 0.00 0.160.85D221 0.00 0.000.160.00 0.00 0.00 0.160.85RD221 0.00 0.000.000.000.380.00 0.380.90D231 0.00 0.050.000.00 0.00 0.00 0.050.30D232 0.00 0.030.010.00 0.00 0.00 0.040.44D302 0.00 0.000.150.00 0.00 0.00 0.150.85RD302 0.00 0.000.000.000.220.00 0.220.90D303 0.00 0.000.130.00 0.00 0.00 0.130.85D304 0.00 0.000.290.00 0.00 0.00 0.290.85RD304 0.00 0.000.000.000.290.00 0.290.90D310 0.00 0.000.060.00 0.00 0.00 0.060.85D311 0.00 0.000.040.00 0.00 0.00 0.040.85D312 0.00 0.270.160.00 0.00 0.00 0.430.50D313 0.00 0.080.000.00 0.00 0.00 0.080.30D314 0.00 0.040.000.00 0.00 0.00 0.040.30Hamilton CrossingCSM11-Oct-21Site SoilBasinArea (ac)Weighted CCover Type Condition 170051006 – Hamilton Crossing Phase 1 Appendix E: Stormwater Quality Design U.S. 31U.S. 31 WEST CARMEL DRIVEPENNSYLVANIA AVE PENNSYLVANIA AVE REDUCED WEST POND WEST AREA AREA = 0.63 ACRES CNwq = 92 TEMPORARY DETENTION TEMPORARY DETENTION/FUTURE UG STORAGE PROPOSED BUILDING ±51,792SF T/F=862.00 PROPOSED BUILDING EXPANSION ±14,503 SF T/F=862.39 FUTURE BLDG FUTURE PHASE DEVELOPMENT EXISTING BUILDING ±13,812 SF T/F=862.39 SEPTEMBER 08, 2021 0'160'80'40'20'NORTHPROPOSED SWQ EXHIBITHAMILTON CROSSING PHASE 1 Description:Hamilton Crossing Phase 1 Reviewing Entity: Job #: Date:09/13/21 CNwq= PARAMETERS P =1 (in.) Pervious Area 0.38 Impervious Area 0.25 Area 0.63 I = 40% (%) Rv = 0.40714286 Qa=0.41 (in.) CALCULATED CNwq CNwq =92 1000 [10+5P+10Qa-10(Qa2+1.25Qa(P))1/2] PROPOSED STORMWATER SYSTEM WATER QUALITY CURVE NUMBER Job Information City of Carmel 170051006 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 2 10/01/2019 Version 14.0 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) 4-ft 1.12 2.95 9 6-ft 2.52 6.63 12 8-ft 4.49 11.81 15 10-ft 7.00 18.40 18 Hydro International Downstream Defender1 12 ft 10.08 26.51 21 3-ft 0.85 1.84 9 4-ft 1.5 3.24 9 5-ft 2.35 5.08 9 6-ft 3.38 7.30 9 7-ft 4.60 9.94 9 Hydro International First Defense High Capacity1 8-ft 6.00 12.96 9 HS-3 0.50 1.00 6 HS-4 0.88 1.76 6 HS-5 1.37 2.74 6 HS-6 1.98 3.96 6 HS-7 2.69 5.38 6 HS-8 3.52 7.04 6 HS-9 4.45 8.9 6 HS-10 5.49 10.98 6 HS-11 6.65 13.3 6 HydroStorm by Hydroworks, LLC1 HS-12 7.91 15.82 6 XC-2 0.57 1.16 6 XC-3 1.13 2.30 6 XC-4 1.86 3.79 6 XC-5 2.30 4.68 6 XC-6 3.31 6.74 6 XC-7 4.50 9.16 6 XC-8 5.88 11.97 6 XC-9 7.44 15.14 6 XC-10 9.19 18.70 6 XC-11 11.12 22.63 6 XC-12 13.23 26.92 6 AquaShield Aqua-Swirl Xcelerator1 XC-13 15.53 31.60 6 1 Installed in the configuration as reviewed by NJCAT only 1S PR Water Quality Routing Diagram for HydroCAD Model Prepared by Kimley-Horn, Printed 9/13/2021 HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link HydroCAD Model Printed 9/13/2021Prepared by Kimley-Horn Page 2HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Rainfall Events Listing Event# Event Name Storm Type Curve Mode Duration (hours) B/B Depth (inches) AMC 1 1 Inch-24 Hrs Type II 24-hr Default 24.00 1 1.00 2 HydroCAD Model Printed 9/13/2021Prepared by Kimley-Horn Page 3HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Area Listing (selected nodes) Area (acres) CN Description (subcatchment-numbers) 0.630 92 (1S) Type II 24-hr 1 Inch-24 Hrs Rainfall=1.00"HydroCAD Model Printed 9/13/2021Prepared by Kimley-Horn Page 4HydroCAD® 10.10-5a s/n 09843 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: PR Water Quality Runoff = 0.43 cfs @ 11.99 hrs, Volume= 0.019 af, Depth> 0.37" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs Type II 24-hr 1 Inch-24 Hrs Rainfall=1.00" Area (ac) CN Description * 0.630 92 0.630 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 7.1 Direct Entry, Subcatchment 1S: PR Water Quality Runoff Hydrograph Time (hours) 201918171615141312111098765Flow (cfs)0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 24-hr 1 Inch-24 Hrs Rainfall=1.00" Runoff Area=0.630 ac Runoff Volume=0.019 af Runoff Depth>0.37" Tc=7.1 min CN=92 0.43 cfs 170051006 – Hamilton Crossing Phase 1 Appendix F: Excerpts From Previous Drainage Report